ML20052F616
| ML20052F616 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 03/15/1982 |
| From: | Campbell L, Stenborg J CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | |
| Shared Package | |
| ML20052F605 | List: |
| References | |
| 81C217, NUDOCS 8205130244 | |
| Download: ML20052F616 (300) | |
Text
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Ulfe* S""' Woodward Clyde Consultants
,A Chscago Illinois 60603 h N 3x 2$8S(WOODWARD CGO) ENCwSURE 2 l ADDITIONAL TEST RESULTS INDEX PROPERTY TESTING SOIL BORING AND TESTING PROGRAM l
MIDLAND PLANT - UNITS 1 AND 2 MIDLAND, MICHIGAN for l
l O Consumers Power Company i 1945 West Parnall Road j Jackson, Michigan by James W. Stenborg and A4k/h Larrf M. Campb 1 Report Manager Project Manager 15 March 1982 81C217 '~
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Offices in Other Pnncipal Cities
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O 11 TABLE OF CONTENTS Page
- 1. INTRODUCTION 1
- 2. FIELD INVESTIGATION 2
- 3. LABORATORY INVESTIGATION 5 3.1 Index Property Testing 6 3.2 Engineering Property Testing 7
- 4. CONCLUSION 8 LIST OF TABLES Table 1 Soil Boring Details, Perimeter and Baffle Dikes Table 2 Soil Boring Details, Diesel Generator Building Table 3 Soil Boring Details, Retaining Walls Table 4 Soil Boring Details, Service Water Structure Table 5 Soil Boring Details, Auxiliary Building O' Table 6 Table 7 Soil Boring Details, Borated Water Storage Tanks Interface Between Fill Material and Foundation Soil Table 8 Documentation of Laboratory Testing Requirements and Authorizations Table 9 Laboratory Testing Requirements and Authorizations by Structure Table 10 Sumary of Technical Data Reports Table 11 Engineering Property Test Distribution by Boring Table 12 Engineering Property Test Distribution by Structure and Material Type LIST OF FIGURES Fig. 1 Boring Location Plan, Perimeter and Baffle Dikes Fig. 2 Boring Location Plan, Plant Area O
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iii LIST OF APPENDICES Appendix A Logs of Borings Table A-1 Boring Log Abbreviations Figs. A-1 through A-31 Logs of Borings Appendix B Index Property Test Results Table B-0 Laboratory Notations / Symbols Tables B-1 through B-30 Laboratory Testing Sumaries Fig. B-0 Legend for Index Property Profiles Figs. B-1 through B-30 Index Property Profiles Appendix C Particle-Size Distribution Curves Figs. C-1 through C-28 Particle-Size Distribution Curves i
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- 1. INTRODUCTION l Woodward-Clyde Consultants (WCC) conducted a Soil Boring and Testing Program at the Consumers Power Company (CPCo) Midland Plant - Units 1 and 2.
The secpe of the program included obtaining high quality samples of fill materials and underlying natural foundation soils at various plant structures, performing index and engineering property (strength and compressibility) tests on these materials in the laboratory, and presenting the results in a series of reports.
The field drilling and sampling activities at the plant site were conducted between mid-March and the end of May 1981. By mid-November 1981, all authorized engineering property testing and the associated index property testing were completed. Technical results of these field and laboratory programs were presented in a series of data reports issued during the period 1 July through 9 December 1981. One or more data reports were issued for each of six structures
- investigated at the plant site. These reports contain synthesized logs of borings and both tatular and graphical summaries of the results of the index and engineering property tests.
l During the course of the laboratory investigation, a sufficient quantity of high quality test specimens was obtained for the authorized engineering property testing and associated index property testing without requiring the processing of all recovered tube and core samples. Following completion of the authorized laboratory testing in mid-November, some of the undisturbed l
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- Structures investigated were Perimeter and Baffle Dikes (P. and B. Dikes),
Diesel Generator Building (DGB), Retaining Walls (RW), Service Water Structure (SWS), Auxiliary Building (AUX), and Borated Water Storage Tanks (BWST).
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%. 2 tube and core samples recovered during the field investigation had not been processed.
During December 1981 and January 1982, the remaining tube and core samples were processed, classified, photographed, and tested for various index properties in a manner similar to that employed during previous laboratory testing. Additional engineering property testing, however, was not performed. All recovered tube and core samples have now been processed.
The results of the additional index property testing of the remaining tube and core samples are presented herein. For completeness, all previously reported index property test results are also included. Consequently, all available index property test results and other pertinent data are consolidated by boring in this report. Engineering property test results, however, are incorporated only by reference. To aid in correlating these laboratory data, a brief overview of the scope of the field investigati.on is O
b presented together with synthesized logs of borings. The test results presented herein supersede a similar presentation of results given in our draft report of 26 February 1982 entitled " Preliminary Additional Test Results, Index Property Testing, Soil Boring and Testing Program, Midland Plant - Units 1 and 2, Midland, Michigan."
Corps of Engineer (COE) personnel continually observed the drilling and sampling operations in the field. COE and CPCo personnel also visited our Clifton, NJ 1aboratory and observed laboratory operations, including extrusion of tubes, preparation of triaxial and consolidation test specimens, and performance of index and engineering property testing.
- 2. FIELD INVESTIGATION The field investigation consisted of drilling 31 borings at or in close proximity to six structures at the plant site, as shcwn on Figs. I and 2.
Eight borings were drilled in the Perimeter and Baffle Dikes, fourteen at the O
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O 3 Diesel Generator Building, three at the Retaining Walls, and two each at the Service Water Structure, Auxiliary Building, and Borated Water Storage Tanks.
In general, these borings were continuously sampled through the fill material s and to various distances into the underlying natural foundation soils. Both granular and cohesive materials were continuously sampled using
" undisturbed" sampling techniques that utilized 3-in.-dia thin-walled tubes in Osterberg, Pitcher, and Hvorslev-type samplers. Undisturbed samples of glacial till were also obtained using high-recovery triple-tube core barrels cutting 3-1/4-in, and 4-in.-dia cores. Standard Penetration Test (SPT) samples of foundation soils were obtained in some borings using a split-barrel sampler.
At Baffle Dike boring COE-7A, drilled approximately 5 ft from boring l COE-7, SPT sampling of the underlying foundation sand was conducted, but no sampling of the fill materials was performed.
At the DBG, two borings were typically drilled at each of six locations.
The first of each pair of borings - a " stratigraphy" boring - was continuously sampled through the fill materials into the foundation soils. The samples were processed in a field laboratory, and the resulting data were used to help establish the sampling interval of cchesive fill materials in the second boring - an " engineering property" boring. Engineering property borings were typically drilled within about 3 ft laterally of their counterpart l stratigraphy borings, and the cohesive fill materials were continuously l sampled.
i Several borings encountered obstructions and were relocated and redrilled. With the exception of RW boring COE-15, all borings were properly closed, either by installation of an observation well or by backfilling the borehole from the bottom to the ground surface with a bentonite-cement l grout. Boring COE-15 penetrated a 6-ft-dia concrete circulating water pipe and was cased to near the top of the pipe. Control of this borehole was Woodward.Clyde Consultants i
O 4 relinquishea to CPCo for closure by others following repair of the concrete pipe.
Pertinent details of the drilling, sampling, and closing of borings at the Dikes, DGB, RW, SWS, AUX, and BWST are sumarized in Tables 1 through 6, respectively. Synthesized logs of borings COE-1 through COE-18 and T-27 and T-28 are presented sequentially in Figs. A-1 through A-31 in Appendix A.
These logs have been presented in previous data reports and are included herein without change. The logs present descriptions of soil strata encountered in the boreholes and pertinent details of the drilling and sampling operations. These synthesized logs are based on the WCC boring
. inspectors' original field boring logs. The field boring logs are based on visual classifications of the observed soil sample, which is typically only that at the ends of the thin-walled sampling tube. Abbreviations used on the l ogs are listed in Table A-1 in Appendix A.
O Some samples of foundation clay from AUX boring COE-17 exhibited evidence of " necking" at the bottom end of the thin-walled tube samples. This condition was apparent in samples obtained at depths greater than about 164 ft (below el. 470), as noted on Fig. A-28. Similar, but less obvious, extensional deformation may have occurred in other samples of foundation clay, possibly contributing to the somewhat lower pocket penetrometer readings i
obtained on the ends of some samples at shallower depths (e.g., samples S-50 through S-60 in boring COE-17 between depths of 124 and 150 ft, el . 510 to el. 484).
Fill materials were encountered in the upper portion of all 31 borings.
Estimates of the depth and elevation of the interface between fill material and the underlying foundation soil are presented in Table 7 for all borings that penetrated the fill-foundation soil interface. The data in Table 7 are reported to the nearest 1/2 ft and were estimated primarily from data presented on the synthesized logs of borings in Appendix A. These estimates i
have been confinned or refined, as appropriate, based on information resulting Woodward.Clyde Consultants
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O 5 from processing of the recovered tube samples in the laboratory. These estimates supersede similar data previously reported in our letter to CPCo dated 29 October 1981 and in our data reports for the Auxiliary Building -
Part 2 (26 October 1981) and the Retaining Walls (6 November 1981).
- 3. LABORATORY INVESTIGATION The laboratory investigation consisted of processing tube and core samples and performing index and engineering property (strength and compressibility) tests. Sample processing included extruding recovered tube and core samples, classifying and photographing the soil samples, and selecting specimens for index and engineering property testing.
Index property testing included determinations of density, water content, consistency (pocket penetrometer), liquid and plastic limits, particle-size O specific testing included Q distribution, and gravity. Strength unconsolidated-undrained triaxial compression tests (UU), some of which included an unload-reload cycle, isotropically consolidated-undrained triaxial compression tests with pore water pressure measurements (CIU), and anisotropically consolidated-undrained triaxial compression tests with pore water pressure measurements (CAU). Compressibility testing consisted of one-dimensional consolidation tests with an unload-reload cycle.
Laboratory testing requirements were established by CPCo and others. CPCo authorizations to conduct specific laboratory testing are recorded in the various documents listed in Table 8. The testing requirement documentation applicable to each of the six structures investigated is shown in Table 9.
All samples from DGB stratigraphy borings COE-8,10,11,12,13, and 13R were processed in the field laboratory for stratigraphy (classification) data, photographs, and some index property tests (density, consistency by pocket penetrometer, and water content). Ten selected samples of foundation clay from AUX boring COE-17 were similarly processed (including the determination Woodward Clyde Consultants
O 6 of liquid and plastic limits) in the field laboratory. All other index property tests and all engineering property tests for all borings were performed in our Clifton, NJ 1aboratory.
3.1 Index Property Testing With the exception of the SPT samples from Baffle Dike boring COE-7A, index property tests were performed on recovered granular and cohesive sam les of both fill and foundation materials from all borings. Index property test results and other pertinent data are listed for borings COE-1 through COE-18 and T-27 and T-28 (excludir'g boring COE-7A) in boring-number order in Tables B-1 through B-30 in Appendix B. Index property test results that were previously presented in various data reports are also listed in these tables. The reports in which these data were previously presented are noted by code in the last column of these tables. The report codes are listed in V Table 10 in chronological order of the issue date of the reports.
The results of all index property testing performed during the Soil Boring and Testing Program are therefore presented in Tables B-1 through B-30 in Appendix B oft'his report. The tube densities reported in these tables were calculated assuming the sample diameter was equal to that of the inside diameter of the sampling tube. Where two densities are reported, the larger value was calculated assuming the sample diameter was equal to that of the inside diameter of the cutting edge of the tube. Classification of each processed sample as " fill material" or " natural foundation soil" is indicated by code letters "F" or "N", respectively, in the last column of these l tables. A list of abbreviations and symbols applicable to the labcratory testing data is included in Table B-0.
Selected index property data are plotted by boring (except boring COE-7A) to create index property profiles as presented on Figs. B-1 through B-30 in l Appendix B. Classifications of soil strata are based on pertinent index property testing, descriptions from the laboratory tube extrusion logs, or O
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O 7 descriptions from the boring logs. The interface between fill material and underlying foundation soil, as reported in Table 7, is also shown on these profile figures. I All tube and core samples have been extruded and processed for stratigraphy and index property testing; these processed samples are noted by a solid vertical bar at the right margin of the profile figures. Gaps where no sampling was attempted or where a sample was not recovered are indicated, respectively, as "no sample" and "no rec.". Locations of SPT sampling and the resulting N-value are noted at the right margin together with the locations from which triaxial and consolidation test specimens were selected. A leg.-
illustrating soil symbols and test designations is presented on Fig. B-0.
Particle-size distribution data for selected sieve sizes are sunnarized in Tables B-1 through B-30; complete particle-size distribution curves and descriptions for 459 fill and foundation soil specimens are presented in boring-number sequence on Figs. C-1 through C-28 in Appendix C. No particle-size distribution tests were performed on samples from borings COE-7A, 13, and 15.
3.2 Engineering Property Testing Engineering proper ty testing has included 78 UU triaxial compression tests, 68 CIU triaxial compression tests, 6 CAU triaxial compression tests, and 37 one-dimensional consolidation tests - a total of 189 tests. These tests are distributed by boring and material type as shown in Tables 11 and 12, respectively. Specific soil samples that have been tested for strength and compressibility properties are noted in the tables in Appendix B. The results of the engineering property tests are not presented in this report but are included only by reference. The technical data reports in which the engineering property test results are presented are noted by code (Table 10) in the last column of the Appendix B tables.
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- 4. CONCLUSION The remaining tube and core samples have recently been processed in the laboratory and tested for various index properties. All tube and core samples recovered during the field investigation have now been processed. The additional index property testing has been completed, and the results are presented in this report together with all previously reported index property test results.
During the recent processing of the remaining tube and core samples, no soil conditions were encountered that were materially different from those anticipated based on the results of the previous sample processing.
Similarly, the results of recent index property tests are also consistent with previously reported results for similar materials from the various structures investigated. These observations and index property test results further confirm the judgments presented in the various data reports .(Table 10) that engineering property tests "... have been perfonned on test specimens considered to be representative of the range of material types and material properties encountered in the ... borings."
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TABLE 1 S0Il BORING DETAILS PERIMETER AND BAFFLE DIKES Date Date Surface Bottom No. of Boring Started Finished Depth Elev. Elev. Drill Samples Number (1981) (1981) (ft) (ft) (ft) Rig U/D* Notes COE-1 4 April 5 April 47.4 631.6 584.2 B-56 23/1 a,c,f COE-2 11 April 11 April 40.3 631.8 591.5 B-61 16/1 a,d,f COE-3 11 April 11 April 43.4 631.4 588.0 B-56 18/1 a,d,f COE-4 2 April 5 April 51.8 632.0 580.2 B-61 24/1 a,c,f COE-5 25 April 25 April 50.5 631.6 581.1 B-61 17/0 a,c,f COE-6 6 April 7 April 50.5 634.0 583.5 B-61 19/2 a,e,f COE-7 6 April 8 April 85.6 631.5 545.9 B-56 40/1 a,c,f COE-7A 14 May 15 May 71.5 631.5 560.0 B-61 0/15 b,f,g l
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- U/D = Undisturbed sampler (thin-walled tube, core barrel)
Disturbed sampler (auger, split-barrel) ~
NOTES a) Continuous undisturbed sampling.
b) No sampling in fill materials. Standard Penetration Test (SPT) sampling at 2.5-ft intervals in foundation sand only. Advance borehole into cohesive foundation soil.
c) Advance borehole minimum distance of 15 ft into cohesive foundation soil.
d) Advance borehole minimtsn distance of 5 ft into cohesive foundation soil.
l e) Advance borehole minimum distance of 15 ft into granular foundation soil.
f) Borehole closed by grouting.
g) COE-7A located 5 ft southeast of COE-7.
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TABLE 2 l
SOIL BORING DETAILS DIESEL GENERATOR BUILDING ,
Date Date Surface Bottom No. of i Boring Started Finished Depth Elev. Elev. Drill Samples Number (1981) (1981) (ft) (ft) (ft) Rig U/D* Notes COE-8 20 April 21 April 40.4 634.2 593.8 CME-55 18/2 a,d COE-8A - - - - - - - j COE-9 22 April 23 April 23.4 634.0 61 % 6 CME-55 8/1 a,c,d,f COE-9A 5 May 6 May 41.4 634.0 592.6 CME-55 17/3 a,e,f COE-10 15 April 16 April 42.5 633.9 591.4 B-56 13/3 a,e COE-10A 27 April 27 April 23.0 634.0 611.0 B-61 5/0 b,d COE-11 13 April 14 April 38.0 633.5 595.5 B-56 15/2 a,d COE-11A 4 May 4 May 29.1 633.4 604.3 B-61 8/0 b,e COE-12 14 April 15 April 40.0 633.6 593.6 B-61 12/5 a,d COE-12A 23 April 24 April 39.0 633.6 594.6 B-61 10/0 b,e,g COE-128 23 April 23 April 8.3 633.6 625.3 B-61 1/0 b,c,d,g COE-13 21 April 22 April 11.9 633.6 621.7 B-61 4/2 a,c,d,h COE-13'R 22 April 23 April 47.6 633.6 586.0 B-61 16/3 a,d,h COE-13A 1 May 1 May 47.5 633.5 586.1 B-61 12/0 b,e,i COE-138 30 April 1 May 17.2 633.5 616.3 B-61 4/0 b,c,d,i
- 9/D = Undisturbed sampler (thin-walled tube)
Disturbed sampler (auger, split-barrel)
NOTES:
- a) Continuous undisturbed sampling throdgh fill; SPT sampling in bottom 5 ft of borehole. Advance borehole minimum distance of 5 ft into foundation soil.
b) Continuous undisturbed sampling of cohesive fill materials only, c) Hit obstruction before completed; boring was redrilled.
d) Borehole closed by grouting.
j e) Observation well installed.
l f) COE-9A was onsidered redrill and continuation (below 23.4-ft depth) of l COE-9 g) COE-12B was first attempt to drill COE-12A.
j h) COE-13R was redrill of COE-13.
- 1) COE-13B was first attempt to drill COE-13A.
- j) COE-8A was not drilled because cohesive fill materials were not encountered in COE-8.
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TABLE 3 SOIL BORING DETAILS RETAINING WALLS Ca ?,e Date Surface Bottom No. of Boring Started Finished Depth El ev. El ev. Drill Samples Number (1981) (1981) (ft) (ft) (ft) Rig U/D* Notes COE-14 9 April 10 April 60.8 633.5 572.7 B-56 27/1 a,c COE-15 13 April 13 April 21.3 634.2 612.9 B-61 6/2 a,b,d COE-15A 16 April 21 April 44.9 634.1 589.2 B-61 18/2 a,c
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_ Undisturbed sampler (thin-walled tube)
Disturbed sampler (auger)
NOTES:
a) Continuous undisturbed sampling. Advance borehole minimum distance of 5 ft into cohesive foundation soil, O b) Hit obstruction before completed; boring was redrilled as COE-15A.
c) Borehole closed by grouting.
d) Borehole cased to near top of obstruction. Closure of borehole to be performed by others.
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TABLE 4 SOIL BORIHG DETAILS SERVICE WATER STRUCTURE Date Date Surface Bottom No. of Boring Started Finished Depth Elev. Elev. Drill Samples Number (1981) (1981) (ft) (ft) (ft) RiL U/D* Notes COE-16 8 April 10 April 76.0 633.9 557.9 B-61 34/3 a,b,d COE-16A 21 May 26 May 80.3 634.1 553.8 B-56 25/0 a,c,d
- U/D = Undisturbed sampler (thin-walled tube, core barrel)
Disturbed sampler (auger) -
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a) Continuous undisturbed sampling to or below el. 560 Idepth of 74 ft or more).
b) Continuous Pitcher sampling in foundation till below depth of 46 ft.
c) Continuous Pitcher sampling of foundation till between depths of 46 ft and 60 ft; continuous PQ3 core sampling below depth of 60 ft.
d) Borehole closed by grouting.
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o TABLE 5 SOIL BORING DETAILS AUXILIARY BUILDING Date Date Surface Bottom No. of Boring Started Finished Depth Elev. Elev. Drill Samples Number (1981) (1981) (ft) (ft) (ft) Rig U/D* Notes COE-17 27 April 13 May 205.3 634.3 429.0 B-56 80/1 a,b,c,d e COE-18 14 May 19 May 94.5 634.4 539.9 B-56 30/0 a,c.e
- U/D = Undisturbed sampler (thin-walled tube, core barrel)
Disturbed sampler (auger, split-barrel)
NOTES:
a) Continuous undisturbed sampling through fill.
b) Continuous undisturbed sampling of foundation clay to depth of about 190 ft.
O c) Undisturbed sampling of foundation clay at 5-ft intervals below depth of about 190 ft (COE-17) or 55 ft (COE-18) to bottom of b6 ring.
d) Standard Penetration Test in foundation sand at bettom of boring.
e) Borehole closed by grouting.
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O TABLE 6 SOIL BORI U DETAILS BORATED WATER STORAGE TANKS Date Date Surface Bottom No. of Boring Started Finished Depth Elev. Elev. Dril_1 Samples Number (1981) (1981) (ft) (ft) (ft) Rig U/D* Notes T-27 8 May 12 May 36.7 632.1 595.4 B-61 15/2 a,b T-28 13 May 14 May 35.8 632.0 596.2 B-61 12/3 a,c
- U/D = Undisturbed sampler (thin-walled tube)
Disturbed sampler (auger, split-barrel)
NOTES:
a) Continuous sampling through fill; SPT sampling in bottom 5 ft of borehole.
Advance borehole minimum distance of 5 ft into foundation soil.
b) Observation well installed.
- c) Borehole closed by grouting.
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TABLE 7 INTERFACE BETWEEN FILL MATERIAL AND FOUNDATION SOIL Estimated Estimated Boring Depth ** Elevation **
Number
- Structure_
(ft) (ft)
COE-1 B. Dike 30 1/2 601 COE-2 P. Dike 36 596 COE-3 P. Dike 36 595 1/2 COE-4 P. Dike 34 1/2 597 1/2 COE-5 P. Dike 33 598 1/2 COE-6 P. Dike 33 601 COE-7 B. Dike 36 595 1/2 COE-7A B. Dike 34 597 1/2 COE-8 DGB 33 601 1/2 COE-9A DGB 36 598 COE-10 DGB 36 598 COE-11 DGB 33 600 1/2 COE-12 DGB 32 601 1/2 COE-13R DGB 33 1/2 600 COE-14 RW 33 600 1/2 COE-15A RW 38 1/2 595 1/2 COE-16 SWS 31 1/2 602 1/2 COE-16A SWS 31 603 COE-17 AUX 50 1/2 584 COE-18 AUX 51 583 1/2 T-27 BWST 32 600 T-28 BWST 30 1/2 601 1/2
- The following nine borings did not extend to or penetrate the interface between fill material and foundation soil: COE-9, 10A, 11A, 12A, 128, 13, 13A, 13B, and 15.
- Estimates rounded to nearest 1/2 ft.
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TABLE 8 DOCUMENTATION OF LABORATORY TESTING REQUIREMENTS AND AUTHORIZATIONS Document
- Code Document Description A Memorandum (11 April) from D. Hendron documenting a laboratory work plan meeting on 1 April. Describes philosophy and approach to laboratory testing with requirements for testing at the Dikes, Diesel Generator Building ( DGB) , Auxiliary Building
( AUX), Service Water Structure (SWS), and Retaining Walls (RW).
B Letter (22 April) from H. Horn documenting a conference call of 22 April regarding testing at the Dikes.
C Letter (5 May) from H. Horn documenting a conference call of 29 April regarding testing at AUX, SWS, RW, and Borated Water Storage Tanks (BWST).
D Letter (14 May) from H. Horn documenting telephone calls of 5 and 7 May regarding testing at the Dikes and DGB.
O E Letter (5 June) from L. Campbell documenting a conference call of 28 May .regarding testing at the Dikes.
F Memorandum (16 June) from L. Campbell documenting a meeting on 11 June regarding testing at AUX, SWS, and RW.
G Memorandum (5 August) from L. Campbell documenting a conference call of 30 July regarding testing at AUX, SWS, RW, and BWST.
H Memorandum (1 September) from L. Campbell documenting a meeting on 27 August regarding testing at the SWS.
I Memorandum (13 October) from L. Campbell documenting a telephone call of 8 October regarding testing at the RW.
l J Letter (14 December) from L. Campbell documenting a telephone
! call of 4 December and a meeting on 11 December regarding processing and testing of all remaining tube and core samples.
All documents were prepared by WCC personnel of various meetings and tele-phone calls. All documents were transmitted to CPCo and others. All dates are 1981. -
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TABLE 9 LABORATORY TESTING REQUIREMENTS AND AUTHORIZATIONS BY STRUCTURE 4
Structure Document Code
- Dikes DGB E SWS AUX BWST A X X X X X **
B X C X X X X D X X X
) E F X X X I X X X G X H X I X J X X X X X X
- Document Code descriptions are listed in Table 8.
- Sampling and testing at BWST were authorized during the course of the program, but subsequent to the initial laboratory work plan meeting described in Document Code A.
X Testing requirements and authorizations for indicated structure are presented in indicated document.
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TABLE 10
SUMMARY
OF TECHNICAL DATA REPORTS Report Issue Code Structure / Topic
- Date DIKE Perimeter and Baffle Dikes 1 Jul 81 DGB Diesel Generator Building 8 Jul 81 AUX-1 Auxiliary Building (Part 1) - 28 Aug 81 Foundation Soils BWST Borated Water Storage Tanks 11 Sep 81 D-FS Daffle Dike - Foundation Sand 17 Sep 81 SWS Service Water Structure 1 Oct 81 AUX-2 Auxiliary Building (Part 2)** 26 Oct 81 RW Retaining Walls 6 Nov 81 D-FT Perimeter Dike - Foundation Till 9 Dec 81
- Except for D-FS and D-FT, report titles are as follows: " Test Results, (structure name), Soil Boring and Testing Program, Midland Plant - Units 1 and 2, Midland, Michigan."
For 'D-FS and D-FT, report titles are as follows: " Addi tional Test Results, (soil type - structure name), Soil Boring and Testing Program,
- Midland Plant - Units 1 and 2."
- AUX-2 contains all test results for the Auxiliary Building, including i those data previously presented in AUX-1.
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TABLE 11 ENGINEERING PROPERTY TEST DISTRIBUTION BY BORING Number and Type of Tests Boring Number
- Structure UU CIU CAU CON Total COE-1 B. Dike 8 7 15 COE-2 P. Dike 2 2 COE-3 P. Dike 5 5 COE-4 n. Dike 5 2 }
COE-5 P. Dike 7 5 12 COE-6 P. Dike 2 2 COE-7 B. Dike 4 7 11 COE-9 DGB 1 5 6 COE-9A DGB 2 1 3 COE-10A DGB 2 2 4 COE-11A DGB 1 3 4 COE-12A DGB 1 8 9 COE-13A DGB 2 6 8 COE-13B DGB 2 2 4 COE-14 RW 4 9 13 COE-15A RW 4 2 6 COE-16 SWS 3 3 1 7 COE-16A SWS 7 9 1 17 COE-17 AUX 19 7 4 30 COE-18 AUX 4 6 2 12 T-27 BWST 2 3 1 6 T-28 BWST 2 3 1 6 Total 78 68 6 37 189 l
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- No engineering property tests were performed on samples from borings COE-7A, 8, 10, 11, 12, 12B, 13, 13R, and 15.
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O TABLE 12 ENGINEERING PROPERTY TEST DISTRIBUTION BY STRUCTURE AND MATERIAL TYPE Number and Type of Tests Fill Material Foundation Soil
. Structure Cohesive Granular Clay Till Sand Total P. Dike
- 16 E 6E 22 E 3 CIU 4 CIU 7 CIU B. Dike ** 6E 5E 11 E 3 CIU 3 CIU 4 CIU 4 CIU 14 CIU DGB 5 fd.Q 5M 6 CAU 6 CAU 27 CON 27 CON i
~
RW 8E 8E 3 CIU- 3 CIU 2 CIU 3 CIU 11 CIU SWS 6E 4E 10 E 3 CIU 6 CIU 3 CIU 12 CIU 2 CON 2 CON AUX 1 UU 22 E 23 E 7 CIU 6 CIU 13 CIU 6 CON 6 CON BWST 4 UU 4 UU 6 CIU 6 CIU 2 CON 2 CON TOTAL 41 E 27 UU 10 UU 78 UU 23 CIU 10 CIU 13 CIU 12 CIU 10 CIU 68 CIU 6 CAU 6 CAU 29 CON 6 CON 2 CON 37 CON
- Cohesive fill material in Perimeter Dike is designated as Impervious Fill.
- All fill materials in Baffle Dike are designated as Random Fill.
O l
Woodward Clyde Consultants
O il O cM4 O
North 0 1000 2000
[
,/ J ' -
- 3 Scale, ft ri.at Are. .
ca.:
4 ca.. Boring location and LEGEND l l i
' '1%' '
O I _, ervoir
-A - 3 ':
CM-1
/
/ ' 3 Perimeter I
,/
Baffle Dike ,
e t
\
i l
~ - - - - - - - - .
i ,
BORING LOCATION PLAN PERIMETER AND BAFFLE DIKES Midland Plant - Units 1 and 2
i O O O e.r.t.d m ter v
st., 1 2' O LEGEND O ,,,
+ m -s 8oring Location and Number
( ) Indicates first attempt to n t. l Building dpjll a borin9 gggq,g CM -17 on t u '
furbine Butiding vrCOE-18 ":!'..
CCE-9 COE-15 i COE-94 g COE-15A 01ese
+
stor
- == =
Structara COE-10 Circulating T
COE-11
/jf COE-(13)tsa tr COE-IIA COE-13A(138) g N*fI, COE-14 18e North
[ Cooling Pond scale, ft BORING LOCATION PLAN PLANT AREA ef Midland Plant - Units 1 and 2 eo
l i
{ l t
l l J
i 1
1 1
! t
?
I I
t 1
i i
Appendix A l
Logs of Borings l
I i
1 I
1 f
l 4
i l
l
- - ~ , - ww--,rw--r--,,g,-m-,--,,--w,,--- - < ,-emm - , - - - - - v--, ,w,
4 TABLE A-1 BORING LOG ABBkEVIATIONS Samplers HR ~
High Recovery Core Barrel, 4" (ID) X 5 1/2" (OD)
HS Hvorsley-Type Sampler OS Osterberg Sampler PQ3 PQ-size Triple-Tube Core Barrel, 3 1/4" (ID) X 4 3/4" (OD)
PS Pitcher Sampler SS Split Spoon (Barrel) Sampler TW Thin-walled (Shelby-type) Tube bbl Barrel CFA Continuous Flight Auger cont Continued dia, $ Diameter dk Dark in., " inch ft, '
feet ID Inside Diameter lb Pounds it Light min Minutes N Standard Penetration Test Resistance N/A Not Applicable NX Drill Rod Size-Outside Diameter 2-3/8 in.
OD Outside Diameter OK Acceptable P.P. Pocket Penetrometer PSI Pound.s Per Square Inch S Sample (such as S-4)
See Seconds Temp Temperature Thern Thermometer tr Trace TSF Tons Per Square Foot USGS United States Geological Survey (elevation datum)
V. Very W/ With F-C Fine-Coarse MED. Medium F-M Fine-Medium N North S South W West E East i
i
> Greater Than
~
Less Than .
Approximate
WOODWARD-CLYDE CONSULTANTS Fo.
- A-1
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.( ^, DF BORING . @f.-/. . . SHEET../. 0F.4...
"' /nicies nu e e.za anar '' "
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/M/DLAArt p1/lW/64Al tdN C rr /2/SM y S wo t- n.os date finiched
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/7/od/lc 633' 'r'7.Y s'T Norf.All2<>Mitstro
" size & type of bit y / cfg yp/,"yffc,ff pg,,, no. samples alst.f unoist. g gry msing S./ pr er f4 " O s. dr(z c. water level firstgj, comp 1. p u hp.,p
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SAMPLES o DEPTH u - - " **
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J A -2
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1 BORING G 4-4 ... SHEET . 3. 0F . 3. . . .
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOLCGISTS AND ENVIRot# INTAL SCIENTISTS f/h . 4 ./
6YAITHL$t:L.D LOG OF BORING .CCC-F... SHEET.4.0F..'f...
SAMPLES o O
. REMARKS z un DEPTH * " ' "
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS F/p.s4.5" S YWfl.$ltlb SHEET.J..OF.//....
1 >r 7 BORING . l. 9.Q ~.( . . o SAMPLES **
O - " "
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS fig. 4-d~
gyarruiich SHEET.:V. 0F . It' . . .
LOG OF BORING . N E.~ I. . .
SAMPLES REMARKS o
. z r.c f (DRILLING FLUID, FLUID LOSS, ((
ELEV. DESCRIPTION SCALE $. >&.$o=ms DEPTH OF CASING, ga ft 0 #
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, juy SHEET . .l. 07.I. . . .
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REMARKS gm
>. s ewa (DRILLING FLUID, FLUID IDSS, w :g DESCRIPTION SCALE q8 g o g i I V.
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J A.[o SysJrxLsuegt.
LOG OF BORING . M :4... SHEET. 4.0F..T..
SAMPLES o DEPTH 0 *~# " **
ELEV. DESCRIPTION SCALE 0 E, $ C; (DRILLING FLUID, FLUID LOSS, DEPTH OF CASING, y@
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,essets I BORING .(M .~4... SHEET.3..OF.M....
SAMPLES g gg g 0 - ~# '
DEPTH F*EV . DESCRIPTION SCALE 0, E, o $i; (DRILLING FLUID, FLUID LOSS, ((
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOli) GISTS AND ENVIROMENTAL SCIENTISTS f/ , A,(,
6YAfrLsoLtn LOG OF BORING .Cof,.-A . . SHEET.9. 0F.F....
SAMPLES o REMARKS z cn ELEV. DESCRIPTION k. E, $hk . (DRILLING FLUID, FLUID LOSS, y@
SCALE
>. Oce' DEPTH OF CASING, <a ft @
M- CASING BLOWS , ETC.) U CQ
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOIOGISTS AND ENVIROMENTAL SCIENTISTS Ff$" . 4 - 8
.sva rtic.riseo SHEET. 4.OF.d...
JI)G OF BORING . . dME '.#ld . SAMPLES U O *
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WOODWARD-CLYDE CONSULTANTS
, gg CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS ffj. s4 - 8 LOG OF BORING . [4f. .'Ii. t . SHEET.:f..OF..[...
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, WOODWARD-CLYDE CONSULTANTS g*fQ fyAj7gg/ggg CONSUL]ING ENGINEERS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS
'F BORING. M C~P.. SHEET... 0F.f....
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( - SAMPLES REMARKS O z to f DEPTH u * -" 5
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOIOGISTS AND ENVIROMENTAL SCIENTISTS . b23 0 G (Q6 -/.'t. . . SHEET . #/. 0F . '/. . SAMPLES l o
. wa g REMARKS z6 ELEV. DESCRIPTION SCALE k 8. $ 03
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, WOODWARD-CLYDE CONSULTANTS /7 , //-/f l g SULTING ENGINEERS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS
( ' Okg7ppyOF BORING...C.4-/f..
. SHEET./. 0F.$...
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- M/otnAso Asyuese Aaar & G M locction elevation & datum CM W e.a.
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WOODWARD-CLYDE CONSULTANTS CONSULTING ENGINEERS, GEOLOGISTS AND ENVIROMENTAL SCIENTISTS / * "A O NG .Nf-. ~./.k .
. SHEET.E.0F. 4.
SAMPLES O
. ,,,u REMARKS za ELEV. DESCRIPTION SCALE $ .
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WOODWARD-CLYDE CONSULTANTS - fyg7pyftg CONSULTING ENGINES:RS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS gf[* A.yf" LOG OF BORING.C M.. M SHEET . /. 0F . .7. . . .
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by cr>npler 7///AJ casua /rw), a5rreem 0/ 5) A7?MA /##I supervisor revi y sempler hammers g/g 'we 19h t - ' drop - SAMPLES gg,lg N. ///T5 mea A DEPTH REMARKS U
. or 8 e > und (DRILLING FLUID, FLUID IDSS, z us SCALE w :s lELEV. DESCRIPTION 7 S O EN g, ft o "
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F ING .M4' /Ad . SHEET.2..OF.E . l SAMPLE 5
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""L$ILLb OF BORING fML- /J~A . SHEET.J. 0F.3....
l SAMPLES o i DEPTH - -* c **
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WOODWARD-CLVDE CONSULTANTS [)[. sf-2[o GYN TNESIMD CONSULTING ENGINEERS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS LOG OF BORING.C04.-/f. . SHEET... 0F..(...
, /9f10LaA)D /OUCL EAA" A'AAIT At c.1/ 7 locction elevation & datum MM4h Af/htfAIO . Afl u/J6 MAN
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'CONSULTIWO ENGINEERS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS -
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- ELEV. DESCRIPTION SCALE .
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@/DJdit),0 A'///:/J~nA /4 M/]I" 0/c-.2 / 7 elevation & datum CoorcL%+= s location ///AL/?A',0 /+f/CW/d/Al ,e 634 4 f7 usG5' S 4882 & 455
< ' date started date finished l
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' / REMARKS C
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1 WOODWARD-CLYDE CONSULTANTS gf Ay ConsutrInc rucIntras, crotocIsrs AnD rnvInontsrAL scIrnrIsrs yy,,,a LOG OF BORING .CM-M. . SHEET . 2. 0F . . f . . - SAMPLES g gg o i r 0 -5
- DEPTH -
IELEV. DESCRIPTION SCALE .S 8.,$
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WOODWARD-CLYDE CONSULTANTS . A-2 9 CONSULTING ENGINEERS, GEOIDGISTS AND ENVIROMENTAL SCIENTISTS
- TNE58 M SHEET.4.0F..h...
;F BORING . .W -8. .
- SAMPLE 5 o 0 * "# c 3 "
DEPTH
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_ _ __ _ . - - =. . - .. 0(s TABLE B-0 WOODWARD-CLYDE CONSULTANTS CLIFTON GEOTECHNICAL LABORATORY FREQUENTLY USED NOTATION / SYMBOLS 1.1 TABLE OF CONTENTS 1.2 Strength Tests 1.2.1 Unconsolidated I { 1.2.2 Consolidated Triaxial: Individual Symbols 1.2.3 Consolidated Triaxial: Combined Symbols 1.2.4 Consolidated Simple Shear: Individual Symbols 1.2.5 Consolidated Simple Shear: Combined Symbols l () 1.3 1.2.6 Index Properties Consolidated Direct Shear 1.4 Specimen Dimensional Properties 1.5 Stresses - 1.6 Strains l 1.7 Moduli 1 1.8 By Type of Test 1.8.1 Consolidation 1.8.2 Triaxial 1.8.3 Cyclic Testing 1.8.3.1 Stresses / Loads l 1.8.3.2 Strains / Deformations O Table B-0 Page 1 of 18 l
O TABLE OF CONTENTS (continued) 1.8.3.3 Miscellaneous 1.8.4 Permeability 1.8.5 Sonic Velocity 1.9 Midland Units 1 and 2 Project Specific Notation / Symbols O I l l t l l l 9 Table B-0 Page 2 of 18
1.2 STRENGTH TESTS 1.2.1 UNCONSOLIDATED PP Pocket Penetrometer TV Torvane LV Labvane CP Cone Penetration UC Unconfined-Compression Triaxial Test UU or O Unconsolidated-Undrained Triaxial Test
1.2.2 CONSOLIDATED-TRIAXIAL
INDIVIDUAL SYMBOLS C Consolidated CI consolidated Isotropically CA Consolidated Anisotropically along a given stress path CK Consolidated Anisotropically along a K g [ ~g stress path l d U Undrained loading D Drained loading U-C Undrained loading in compression U-E Undrained loading in expension With Bar or Undrained loading with pore water pressure measurements CyS Cyclic triaxial strength test cyp Cyclic triaxial property (moduli and damping) test l Table B-0 Page 3 of 18 I
i
1.2.3 CONSOLIDATED-TRIAXIAL
COMBINED SYMBOLS CIU-C Isotropically-consolidated undrained triaxial compression test without pore water pressure measurements CIU-C or CIU -C Same as above but with pore water pressure measurements e CRO U-E or CKUU -E Anisotropically (Ko)-consolidated undrained triaxial extension test with pore water - pressure measurements CAU-C or CAU -C Anisotropically-consolidated undrained triaxial compression test with pore water f pressure measurements
- CAD-C or CAD -C Anisotropically-consolidated drained triaxial compression test with volume change measurements cyp-CIU Cyclic triaxial property test with isotropic-consolidation and pore water pressure measurements CyS-CAU Cyclic triaxial strength test with anisotropic-consolidation and pore water pressure measurements cyp-CIU-C Cyclic triaxial property test with isotropic-consolidation, pore water pressure measurements and post cyclic undrained loading in compression (post cyclic monotonic loading) l 1
l l l l O Table B-0 1 Page 4 of 18
i 1.2.4 CONSOLIDATED-SIMPLE SHEAR (DIRECT SIMPLE SHEAR) : , INDIVIDUAL SYMBOLS i DSS Undrained simple shear test with Ko consolidation S- or a- Shear stress applied during consolidation CyS- Cyclic undrained simple shear strength test cyp- Cyclic undrained simple-shear property (moduli and damping) test
-U Undrained loading after undrained cyclic loading 1.2.5 CONSOLIDATED SIMPLE-SHEAR: COMBINED SYMBOLS S-DSS or a-DSS Undrained simple shear test with Ko consolidation and shear stress applied during consolidation CyS-DSS Cyclic undrained simple shear strength test cyp-DSS-U Cyclic undrained simple shear property test with post cyclic undrained loading (post cyclic monotonic loading) 1.2.6 CONSOLIDATED DIRECT-SHEAR DS Consolidated drained direct shear test DS-R Consolidated drained direct shear test with loading to obtain residual shear strength O
Table B-0 Page 5 of 18
1.3 INDEX PROPERTIES W Water Content Wg or W Initial or " natural" water content W Of Water content after consolidation or test c f W max U# we,m Water content at maximum induced consolidatio stress Initial dry density (mass) Ydo Y to Initial total density (mass) Dry density (mass) after consolidation or Yde or Ydf test Y tc rY tf Total density (mass) after consolidation or test Y Dry density (mass) at maximum induced con-d'm solidation stress Y Total density (mass) at maximum induced t'" consolidation stress Y sat # Ts Saturated density Submerged (buoyant) density Ysub rYb W3or LL Liquid limit W or PL Plastic limit P I or PI . Plasticity index Liquidity index I n or LI W opt Optimum water content - compaction test f Y max rY opt Maximum or Ptimum dry density (mass) - compaction test Minimum index density (mass) - relative Ymin density test Y, Maximum index density (mass) - relative density test D Relative density r l Table B-0 Page 6 of 18 l l .
O 1.3 INDEX PROPERTIES (continued) R Percent compaction c G, or G Specific gravity of soil solids (particles) G, Apparent specific gravity of soil solids (particles) SC Salt content or dimmived solids content e Void ratio S Degree of saturation n Porosity N Gas content g V, Volume of solids V, Volume of water V, volume of air Os V, Volume of voids H, Height of solids PP Pocket penetrometer reading (undrained com-pressiva strength) TV Torvane reading (undrained shear strength) NOTES - (1) Subscript notation associated with relative density, void ratio, degree of saturation, etc. a) subscript (0) indicates initial conditions b) subscript (c or f) indicates conditions after consolidation or test c) subscript (,m) indicates conditions at maximum induced consolidation stress (2) A (-) or ( ) over or after these symbols indicates that the data has been corrected for dissolved solids (such as salt) contained in the pore fluid. O Table B-0 Page 7 of 18
1.4 SPECIMEN DIMENSIONAL PROPERTIES H or Lg Initiel height / length H or Lc Height / length after consolidation Hf,L, # L Height / length after test f HT T A, . Initial area A Area after consolidation A, Area measured after test f V Initial volume V Volume after consolidation V Volume after test f AL Change in height / length.during consolidation AL or AL c,m Change in height / length at maximum induced max consolidation stress Change in height / length during loading Ah or AHT AV Change in volume during consolidation c avmax or AVc,m Change in volume at maximum induced consoli-dation stress AV Change in volume during drained loading T AV Volume change measured AV Volume change calculated based on change in 8 height W or W T Total weight (mass) Wg or W To Initial t tal weight (mass) Ws Dry weight (mass) W, Weight (mass) of water W or W g Total weight (mass) after consolidation or test AWc or AW Tc Change in total weight (mass) during consolidation O l I Table B-0 Page 8 of 18 l t
1.5 STRESSES i O o C Cell pressure F, or o - Effective isotropic consolidation stress F3c or o 3c Effective isotropic consolidation or minor principal consolidation stress if principal l stresses during consolidation are different 9 Flc # "lc Effective major principal consolidation stress Hy or a y Vertical effective stress
- Fh # # h Horizontal effective stress Principal stress difference (deviator stress) o y-0 3,"v #h -
"d F8 7 3 ra l /"3 Principal stress ratio (obliquity)
! q Petsk shear stress - (a - o }/2 p or p Average principal stress - (F y+ F )/2 3 Ec #F p Average principal stress after consolidation E max or Fp,m Average principal stress at maximum induce consolidation stress F, or p, Mean principal stress - (F + y 2 T I /3 h Fm,m or Fm,m Mean principal stress at maximum induced consolidation stress o max or F y,, Maximum induced vertical consolidation stress K # Consolidation principal stress, ratio c Ic 3c K Coefficient of earth pressure at rest or reciprocal of consolidation principal stress ratio a or i c/Hvc Consolidation shear. stress ratio - simple shear test U Backpressure b O Table B-0 Page 9 of 18 i l l.__-_- _ _ _ _ . ._-
1.5 STRESSES (continued) U Pore water pressure l AU Change in pore water pressure OCR Over-consolidation Ratio S Undrained shear strength u qu Undrained compressive strength c Total stress cohesion intercept - Mohr envelope c or c Effective stress cohesion intercept - Mohr envelope Total stress angle of internal friction - 9 Mohr envelope Effective stress angle of internal 7 or 9' friction - Mohr envelope a Total stress cohesion intercept - q - p envelope a Total. stress angle of internal friction - q - p envelope a or a' Effective stress cohesion intercept - q - p envelope
~
or a' Effective stress angle of internal friction - q - p envelope I or 6' Effective stress angle of external friction (between soil and another material) - Mohr envelope l O Table B-0 Page 10 of 18
l.6 STRAINS c, Axial strain t cy Volumetric strain e Radial strain r c ac Of C a,c Axial strain at end of ' consolidation Ac or Aca ,c Change in axial strain during consolidation ac increment c, gx or c,,, Axial strain at maximum induced consolidation stress
- c yc f E v,c V lumetric strain at end of consolidation oc vc or oc v,c Change in volumetric strain during consolidation increment I y Shear strain c or c T Axial strain at end of test f
cg or c V lumetric strain during drained test vT O c, Axial strain rate Y Shear strain rate c Total axial strain during testing at (consolidation plus loading) Total volumetric strain during testing c l vt O Table B-0 Page 11 of 18
1.7 MODULI E Young's modulus E, Young's secant rcodulus E Young's tangent modulus t E Young's modulus from cyclic triaxial test PP and based on peak to peak measurements G Shear modulus - secant , G Shear modulus - tangent t G Shear modulus from cyclic simpli shear PP test and based on peak to peak measurements y Poisson's ratio O i O Table B-0 Page 12 of 18
1.8 BY TYPE OF TEST , 1.8.1 CONSOLIDATION C Compression index c cy coefficient of consolidation r Primary compression ratio Coefficient of secondary compression e# or c" or rate of secondary compression CR Compression ratio - Acy /A log c y RR Recompression ratio SR Swelling ratio i max, Fv,m or P Maximum past consolidation pressure (stress) c or maximum induce consolidation stress t Time for 90% primary consolidation (square 90 root fitting method) t Time for 50% primary consolidation (log SO fitting method) d Final dial reading f d, Initial dial reading from fitting method d' Initial dial reading corrected for 0 compressibility of stones and filter paper d Dial reading at 100% primary consolidation 100 d Dial reading at 90% primary consolidation 90 d Dial reading at 50% primary consolidation 50 l O V l Table B-0 l Page 13 of 18 l - -
1.8.2 TRIAXIAL Actual load applied to test specimen P, P Measured load applied to loading rod 5 (piston) P L ad rrection c P Load measured prior to starting triaxial mo test with piston not in contact with specimen during consolidation Load carried by filter strips AP,f A Area of loading rod (piston) p B or B f Skempton's B parameter A Skempton's A parameter D Initial diameter of test specimen os D,g Initial diameter of rubber membrane t,g Initial thickness of rubber membrane K, J.xial membrane corr'ection constant C Area correction factor during loading LVDT Linear variable differential transformer l O Table B-0 Page 14 of 18
1.8.3 CYCLIC TESTING 1.8.3.1 STRESSES / LOADS 1T Cyclic shear stress amplitude 103 Cyclic deviator stress amplitude Cyclic stress ratio - cyclic triaxia test SR or i d /U 3c 8 or iT/o ve Cyclic stress ratio'- cyclic simple shear test F 3 min or o'3 min Minimum effective minor principal stress with a given loading cycle - cyclic triaxial test ivmin or o'vmin Minimum effective vertical stress within a given loading cycle - cyclic simple shear test CR or ec e connning rado - gcHe Madal test 3 min / 3c CR Effective confining ratio afte:r cyclic loading -
# cyclic triaxial test Effective vertical confining ratio - cyclic f' VCR or ovmin! vc simple shear test VCR Effective vertical confining ratio after cyclic r loading - cyclic simple shear test Deviator stress in compression o
de # "d,c o de O# # d,e Deviator stress in extension i OCR Overconsolidation ratio resulting from cyclic CY loading OCR,,x or OCRg Maximum OCR resulting from induced OCR and cyclic loading - (OCR X OCR cy} l l [ l O Table B-0 Page 15 of 18
1.8.3 CYCLIC TESTING (continued)
~
v,cy Effective vertical consolidation stress after cyclic loading p Average principal stress after cyclic CY loading - cyclic triaxial test
+P .
Load amplitude - cyclic triaxial p Measured peak load in compression - C cyclic triaxial. P Measured peak load in extension - cyclic
- triaxial p Measured peak to peak load - cyclic triaxial
+P h Horizontal load amplitude - cyclic simple shear P or P h,f Peak forward horizontal load - cyclic hf simple shear P or Ph,b Peak backwards horizontal load - cyclic hb simple shear AU Peak positive change (increase) in pore p pressure - cyclic triaxial test \
AU Peak negative change (decrease) in pore D pressure - cyclic triaxial test AP Peak change in vertical load - cyclic v simple shear D Percent deviation in measured compression c load from programmed load - cyclic triaxial Percent deviation in measured extension D* load from programmed load - cyclic triaxial D Percent deviation in measured forward load f from programmed load - cyclic simple shear D Percent deviation in measured backwards load b from programmed load - cyclic simple shear O Table B-0 . Page 16 of 18
1.8.3 CYCLIC TESTING (continued) 1.8.3.2 STRAINS / DEFORMATIONS c Peak-to-peak (double amplitude) axial PP strain - cyclic triaxial test c Peak axial strain in extension - Pe cyclic triaxial test c Peak axial strain in compression - Pc cyclic triaxial test Median cyclic axial strain - c, or cPc +c pp/2 cyclic triaxial test Axial strain amplitude - ic,or cpp/2 cyclic triaxial test y Peak-to-peak (double amplitude) shear PP strain - cyclic simple shear test , y Peak shear strain forward - Pg cyclic simple shear test yb Peak shear strain backwards - P cyclic simple shear test Shear strain amplitude - cyclic test 17 ~ y, or y pf + ypP/2 Median cyclic shear strain - cyclic simple shear test AL Peak-to-pcak deformation within given pP loading cycle ALcyl eak-to-peak deformation of steel calibratio! cylinder - cyclic triaxial test 1.8.3.3 MISCELLANEOUS N Number of loading cycles CF Correction factor for equipment compressibility 1 Damping ratio LF Factor of safety against applying a tensile I stress (liftoff of loading platens) TSF Deformation trace scale factor MTS MTS Systems Corporation Loading System O Table B-0 Page 17 of 18
l 1.8.4 PERMEABILITY k Coefficient of permeability or hydraulic conductivity ky Vertical permeability k H riz ntal permeability h h Head ho Initial head hf Final head i Hydraulic gradient k 20 C Permeability corrected to 20 C ky,20 0C # v 6 20 C vertical permeability corrected to 20 C kh'20 C rk h 9 20 C Horizontal permeability corrected to 20 C 1.8.5 SONIC VELOCITY y Poisson's ratio V velocity of compression wave p V, Velocity of shear wave 1.9 MIDLAND UNITS 1 AND 2 PROJECT SPECIFIC NOTATION / SYMBOLS HR Hfgh Recovery Core Barrel, 4" (ID) X 5 1/2" (OD) HS Hvorslev-Type Sampler OS Osterberg Sampler PQ3 PQ-size Triple-Tube Core Barrel, 31/4" (ID) X 4 3/4" (OD) PS Pitcher Sampler
- SS Split Spoon (Barrel) Sampler TW Thin-walled (Shelby-type) Tube SPT Standard Penetration Test using SS sampler Con Consolidation Spec Specimen ,
( ) Parentheses indicates an assumed value F, N Fill material and Natural foundation soil, respectively [ DIKE, D-FS l D-FT, DGB, RW, Codes for previous technical data reports SWS, BWST, (see Table 10) AUX-1, AUX-2 Table B-0 Page 18 of 18 l i
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